基于强度原理的顺层岩质边坡动力安全系数判据研究
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摘要
基于完全动力的有限差分强度折减法,对6种判据求解地震荷载作用下顺层岩质边坡动力安全系数的有效性和适用性进行分析,并与刚体极限平衡法的计算结果进行了对比。研究结果表明:塑性区和岩体层面剪切滑移状态贯通判据是判别顺层岩质边坡处于临界失稳状态的必要非充分条件,以其为判据获得的动力安全系数略小于其它判据对应的动力安全系数,工程意义上偏于保守;由于很难事先预知边坡滑裂面的几何形状和位置,层面上下岩体相对位移突变判据、层面剪切滑移位移突变判据和动力安全系数时程判据的普遍适用性较差。建议联合塑性区和层面剪切滑移状态贯通判据以及滑体特征点位移或位移变化速率突变判据,进行地震等动载作用下顺层岩质边坡动力安全系数的求解;为使所选取的特征点具备普遍适用性,可在坡脚至坡顶之间的坡面上间隔一定距离选取监测点,作为监测边坡位移或位移变化速率的特征点。
The effectiveness and applicability of six criterions for calculating dynamic safety factor of bedding rock slope using FLAC numerical code are full studied on the basis of fully dynamic strength reduction method.The calculated results based on six failure criterions are also compare to that of limit equilibrium method.The results show that the connectivity of plastic zone is a necessary but not sufficient condition to confirm critical failure state of bedding rock slope,and the dynamic factor safety calculated based on it shows lightly conservative in a certain sense of practical engineering application.For mostly unknown the exact figure and location of slope failure surface in advance,the general applicability of relative displacement criterion of bedding plane and the dynamic safety factor criterion is not widely.It is more effective to calculate slope dynamic safety factor by combining the plastic zone connectivity criterion and displacement abruptness criterion together.In order to guarantee the general applicability of combined criterion,the sites to monitor slope deformation should be selected on slope surface for slope toe to slope crest.
The effectiveness and applicability of six criterions for calculating dynamic safety factor of bedding rock slope using FLAC numerical code are full studied on the basis of fully dynamic strength reduction method.The calculated results based on six failure criterions are also compare to that of limit equilibrium method.The results show that the connectivity of plastic zone is a necessary but not sufficient condition to confirm critical failure state of bedding rock slope,and the dynamic factor safety calculated based on it shows lightly conservative in a certain sense of practical engineering application.For mostly unknown the exact figure and location of slope failure surface in advance,the general applicability of relative displacement criterion of bedding plane and the dynamic safety factor criterion is not widely.It is more effective to calculate slope dynamic safety factor by combining the plastic zone connectivity criterion and displacement abruptness criterion together.In order to guarantee the general applicability of combined criterion,the sites to monitor slope deformation should be selected on slope surface for slope toe to slope crest.
引文
[1]黄润秋.汶川8.0级地震触发崩滑灾害机制及其地质力学模式[J].岩石力学与工程学报,2009,28(6):1239-1249.Huang R Q.Mechanism and geomehcanical modes of landslide hazards triggered by Wenchuan 8.0earthquake[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(6):1239-1249.(in Chinese)
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[10]林杭,曹平,李江腾,等.边坡临界失稳状态的判定标准[J].煤炭学报,2008,33(6):643-647.(in Chinese)Lin H,Cao P,Li J T,et al.Analysis of the standards for critical failure state of slope[J].Journal of China Coal Society,2008,33(6):643-647.(in Chinese)
[11]龙绪健,黄晓燕,张春宇,等.有限元强度折减法中的刚度退化及边坡失稳判据[J].岩土工程学报,2008,30(12):1910-1914.Long X J,Huang X Y,Zhang Ch Y,et al.Stiffness reduction and slope failure criterion in strength reduction finite element method[J].Chinese Journal of Geotechnical Engineering,2008,30(12):1910-1914.(in Chinese)
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[13]贺俊,史俊涛,黄璐,等.强度折减法中非均质层状土坡失稳判据适用性[J].人民黄河,2014,36(12):122-125.He J,Shi J T,Huang L,et al.Applicability research on instability criterions for inhomogeneous layered slope using strength reduction method[J].Yellow River,2014,36(12):122-125.(in Chinese)
[14]王栋,年廷凯,陈煜淼.边坡稳定有限元分析中的三个问题[J].岩土力学,2007,28(11):2309-2313,2318.Wang D,Nian T K,Chen Y M.Three problems in slope stability analyses with finite element method[J].Rock and Soil Mechanics,2007,28(11):2309-2313,2318.(in Chinese)
[15]裴利剑,屈本宁,钱闪光.有限元强度折减法边坡失稳判据的统一性[J].岩土力学,2010,31(10):3337-3341.Pei L J,Qu B N,Qian Sh G.Uniformity of slope instability criteria of strength reduction with FEM[J].Rock and Soil Mechanics,2010,31(10):3337-3341.(in Chinese)
[16]陈力华,靳晓光.有限元强度折减法中边坡三种失效判据的适用性研究[J].土木工程学报,2012,45(9):136-146.Chen L H,Jin X G.Study of the applicability of three criteria for slope instability using finite element strength reduction method[J].China Civil Engineering,2012,45(9):136-146.(in Chinese)
[17]周正军,陈建康,吴震宇,等.边坡稳定数值计算中失稳判据和岩土强度屈服准则[J].四川大学学报:工程科学版,2014,46(4):6-12.Zhou Zh J,Chen J K,Wu Zh Y,et al.Failure criteria and the yield criterion in the numerical calculations of slope stability[J].Jorunal of Sichuan University:Engineering Science Edition,2014,46(4):6-12.(in Chinese)
[18]徐卫亚,肖武.基于强度折减和重度增加的边坡破坏判据研究[J].岩土力学,2007,28(3):505-511.Xu W Y,X W.Study on slope failure criterion based on strength reduction and gravity increase method[J].Rock and Soil Mechanics,2007,28(3):505-511.(in Chinese)
[19]李海波,肖克强,刘亚群.地震荷载作用下顺层岩质边坡安全系数分析[J].岩石力学与工程学报,2007,26(12):2385-2394.Li H B,Xiao K Q,Liu Y Q.Factor of safety analysis of bedding rock slope under seismic load[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(12):2385-2394.(in Chinese)
[20]郑颖人,叶海林,黄润秋,等.边坡地震稳定性分析探讨[J].地震工程与工程振动,2010,30(2):173-180.Zheng Y R,Ye H L,Huang R Q,et al.Study on the seismic stability analysis of a slope[J].Journal of Earthquake Engineering and Engineering Vibration,2010,30(2):173-180.(in Chinese)
[21]刘建军,李跃明,车爱兰.地震载荷下岩质边坡动安全系数评价[J].应用力学学报,2011,28(12):595-602.Liu J J,Li Y M,Che A L.The evaluation for dynamic safety coefficient of rock slope under seismic loading[J].Chinese Journal of Applied Mechanics,2011,28(12):595-602.(in Chinese)
[22]言志信,张森,张学东,等.地震边坡失稳机理及稳定性分析[J].工程地质学报,2010,18(6):844-850.Yan Zh X,Zhang S,Zhang X D,et al.Failure mechanism and stability analysis of slope under earthquake[J].Journal of Engineering Geology,2010,18(6):844-850.(in Chinese)
[23]王宇,李晓,王梦瑶,等.反倾岩质边坡变形破坏的节理有限元模拟计算[J].岩石力学与工程学报,2013,32(增2):3945-3953.Wang Y,Li X,Wang M Y,et al.Failure mechanism of topping rock slope using jointed finite element simulation method[J].Chinese Journal of Rock Mechanics and Engineering,2013,32(Sup2):3945-3953.(in Chinese)
[24]周桂云,李同春.基于静动力有限元的边坡抗震稳定分析方法[J].岩土力学,2010,31(7):2303-2308.Zhou G Y,Li T Ch.Slope aseismic stability analysis method based on static and dynamic finite elements[J].Rock and Soil Mechanics,2010,31(7):2303-2308.(in Chinese)
[25]王欢,车爱兰,葛修润,等.岩质高边坡动力稳定性评价方法与应用[J].上海交通大学学报,2011,45(5):706-712.Wang H,Che A L,Ge X R,et al.Application of the method for seismic stability of high rock slope[J].Journal of Shanghai Jiaotong University,2011,45(5):706-712.(in Chinese)
[26]郭院成,陈涛,钱辉.基于强度折减的边坡动力安全系数确定方法研究[J].土木工程学报,2012,45(增2):117-120.Guo Y Ch,Chen T,Qian H.The determination method of dynamic safety factor for slope based on strength reduction[J].China Civil Engineering Journal,2012,45(Sup2):117-120.(in Chinese)
[27]Itasca Consulting Group,Inc..FLAC3D(Fast Lagrangian Analysis of Continua in Three-dimensions),version 2.1,User′s Mannual[R].Itasca Consulting Group,Inc.,2002.
[2]栾茂田,武亚军,年廷凯.强度折减有限元法中边坡失稳的塑性区判据及其应用[J].防灾减灾工程学报,2003,23(3):1-8.Luan M T,Wu Y J,Nian T K.A criterion for evaluating slope stability based on development of plastic zone by shear strength reduction FEM[J].Journal of Disaster Prevention and Mitigation Engineering,2003,23(3):1-8.(in Chinese)
[3]Griffiths D V,Lane P A.Slope stability analysis by finite elements[J].Geotechnique,1999,49(3):387-403.
[4]Dawson E M,Roth W H,Drescher A.Slope stability by strength reduction[J].Geotechnique,1999,49(6):835-840.
[5]赵尚毅,郑颖人,时卫民,等.用有限元强度折减法求边坡稳定安全系数[J].岩土工程学报,2002,24(3):343-346.Zhao Sh Y,Zheng Y R,Shi W M,et al.Slope safety factor analysis by strength reduction FEM[J].Chinese Journal of Geotechnical Engineering,2002,24(3):343-346.(in Chinese)
[6]赵尚毅,郑颖人,张玉芳.极限分析有限元法讲座---Ⅱ:有限元强度折减法中边坡失稳的判据探讨[J].岩土力学,2005,26(2):332-336.Zhao Sh Y,Zheng Y R,Zhang Y F.Study on slope failure criterion in strength reduction finite element method[J].Rock and Soil Mechanics,2005,26(2):332-336.(in Chinese)
[7]万少石,年廷凯,蒋景彩,等.边坡稳定强度折减有限元分析中的若干问题讨论[J].岩土力学,2010,31(7):2283-2289.Wan Sh Sh,Nian T K,Jing J C,et al.Discussion on several issues in slope stability analysis based on shear strength reduction finite element methods(SSR-FEM)[J].Rock and Soil Mechanics,2010,31(7):2283-2289.(in Chinese)
[8]郑宏,李春光,李焯芬,等.求解安全系数的有限元法[J].岩土工程学报,2002,24(5):626-628.Zheng H,Li Ch G,Li Ch F,et al.Finite element method for solving the factor of safety[J].Chinese Journal of Geotechnical Engineering,2002,24(5):626-628.(in Chinese)
[9]宋二祥.土工结构安全系数的有限元计算[J].岩土工程学报,1997,19(2):1-7.Song E X.Finite element analysis of safety factor for soil structures[J].Chinese Journal of Geotechnical Engineering,1997,19(2):1-7.(in Chinese)
[10]林杭,曹平,李江腾,等.边坡临界失稳状态的判定标准[J].煤炭学报,2008,33(6):643-647.(in Chinese)Lin H,Cao P,Li J T,et al.Analysis of the standards for critical failure state of slope[J].Journal of China Coal Society,2008,33(6):643-647.(in Chinese)
[11]龙绪健,黄晓燕,张春宇,等.有限元强度折减法中的刚度退化及边坡失稳判据[J].岩土工程学报,2008,30(12):1910-1914.Long X J,Huang X Y,Zhang Ch Y,et al.Stiffness reduction and slope failure criterion in strength reduction finite element method[J].Chinese Journal of Geotechnical Engineering,2008,30(12):1910-1914.(in Chinese)
[12]刘金龙,栾茂田,赵少飞,等.关于强度折减有限元方法中边坡失稳判据的讨论[J].岩土力学,2005,26(8):1345-1348.Liu J L,Luan M T,Zhao Sh F,et al.Discussion on criteria for evaluating stability of slope in elastoplastic FEM based on shear strength reduction technique[J].Rock and Soil Mechanics,2005,26(8):1345-1348.(in Chinese)
[13]贺俊,史俊涛,黄璐,等.强度折减法中非均质层状土坡失稳判据适用性[J].人民黄河,2014,36(12):122-125.He J,Shi J T,Huang L,et al.Applicability research on instability criterions for inhomogeneous layered slope using strength reduction method[J].Yellow River,2014,36(12):122-125.(in Chinese)
[14]王栋,年廷凯,陈煜淼.边坡稳定有限元分析中的三个问题[J].岩土力学,2007,28(11):2309-2313,2318.Wang D,Nian T K,Chen Y M.Three problems in slope stability analyses with finite element method[J].Rock and Soil Mechanics,2007,28(11):2309-2313,2318.(in Chinese)
[15]裴利剑,屈本宁,钱闪光.有限元强度折减法边坡失稳判据的统一性[J].岩土力学,2010,31(10):3337-3341.Pei L J,Qu B N,Qian Sh G.Uniformity of slope instability criteria of strength reduction with FEM[J].Rock and Soil Mechanics,2010,31(10):3337-3341.(in Chinese)
[16]陈力华,靳晓光.有限元强度折减法中边坡三种失效判据的适用性研究[J].土木工程学报,2012,45(9):136-146.Chen L H,Jin X G.Study of the applicability of three criteria for slope instability using finite element strength reduction method[J].China Civil Engineering,2012,45(9):136-146.(in Chinese)
[17]周正军,陈建康,吴震宇,等.边坡稳定数值计算中失稳判据和岩土强度屈服准则[J].四川大学学报:工程科学版,2014,46(4):6-12.Zhou Zh J,Chen J K,Wu Zh Y,et al.Failure criteria and the yield criterion in the numerical calculations of slope stability[J].Jorunal of Sichuan University:Engineering Science Edition,2014,46(4):6-12.(in Chinese)
[18]徐卫亚,肖武.基于强度折减和重度增加的边坡破坏判据研究[J].岩土力学,2007,28(3):505-511.Xu W Y,X W.Study on slope failure criterion based on strength reduction and gravity increase method[J].Rock and Soil Mechanics,2007,28(3):505-511.(in Chinese)
[19]李海波,肖克强,刘亚群.地震荷载作用下顺层岩质边坡安全系数分析[J].岩石力学与工程学报,2007,26(12):2385-2394.Li H B,Xiao K Q,Liu Y Q.Factor of safety analysis of bedding rock slope under seismic load[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(12):2385-2394.(in Chinese)
[20]郑颖人,叶海林,黄润秋,等.边坡地震稳定性分析探讨[J].地震工程与工程振动,2010,30(2):173-180.Zheng Y R,Ye H L,Huang R Q,et al.Study on the seismic stability analysis of a slope[J].Journal of Earthquake Engineering and Engineering Vibration,2010,30(2):173-180.(in Chinese)
[21]刘建军,李跃明,车爱兰.地震载荷下岩质边坡动安全系数评价[J].应用力学学报,2011,28(12):595-602.Liu J J,Li Y M,Che A L.The evaluation for dynamic safety coefficient of rock slope under seismic loading[J].Chinese Journal of Applied Mechanics,2011,28(12):595-602.(in Chinese)
[22]言志信,张森,张学东,等.地震边坡失稳机理及稳定性分析[J].工程地质学报,2010,18(6):844-850.Yan Zh X,Zhang S,Zhang X D,et al.Failure mechanism and stability analysis of slope under earthquake[J].Journal of Engineering Geology,2010,18(6):844-850.(in Chinese)
[23]王宇,李晓,王梦瑶,等.反倾岩质边坡变形破坏的节理有限元模拟计算[J].岩石力学与工程学报,2013,32(增2):3945-3953.Wang Y,Li X,Wang M Y,et al.Failure mechanism of topping rock slope using jointed finite element simulation method[J].Chinese Journal of Rock Mechanics and Engineering,2013,32(Sup2):3945-3953.(in Chinese)
[24]周桂云,李同春.基于静动力有限元的边坡抗震稳定分析方法[J].岩土力学,2010,31(7):2303-2308.Zhou G Y,Li T Ch.Slope aseismic stability analysis method based on static and dynamic finite elements[J].Rock and Soil Mechanics,2010,31(7):2303-2308.(in Chinese)
[25]王欢,车爱兰,葛修润,等.岩质高边坡动力稳定性评价方法与应用[J].上海交通大学学报,2011,45(5):706-712.Wang H,Che A L,Ge X R,et al.Application of the method for seismic stability of high rock slope[J].Journal of Shanghai Jiaotong University,2011,45(5):706-712.(in Chinese)
[26]郭院成,陈涛,钱辉.基于强度折减的边坡动力安全系数确定方法研究[J].土木工程学报,2012,45(增2):117-120.Guo Y Ch,Chen T,Qian H.The determination method of dynamic safety factor for slope based on strength reduction[J].China Civil Engineering Journal,2012,45(Sup2):117-120.(in Chinese)
[27]Itasca Consulting Group,Inc..FLAC3D(Fast Lagrangian Analysis of Continua in Three-dimensions),version 2.1,User′s Mannual[R].Itasca Consulting Group,Inc.,2002.